si33_evaluation_temp_support_jet_imping

ENGINEERING EVALUATION Evaluator: Kevin Wilson – Field Engineer Date: 5/24/11 Unit: 2 Building: Reactor Elevation: 622’ Location: On A Side D-Ring at Az. 65 References: 4RW0550-X2-02 - Structural Steel Primary Piping Jet Impingement Barriers

Problem Description: The Jet Impingement Shield is suspended by cables and a chain hoist. Therefore, it is unstable.

Evaluation Summary: The shield is attached with a base plate to the Secondary Shield (D-Ring) Wall. The base plate is tack welded to the W14 which is part of the shield. This weld is not strong enough to hold the W14 and shield to the base plate. The options are:

1. Take the shield loose and raise it out of the D-Ring and place it on the floor at Elevation 700. 2. Temporarily Support the shield from the floor.

My recommendation is for a temporary support system. I have designed a temporary support system for the shield. There are five sketches detailing the design along with a Bill of Material attached.

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Calculation for Temporary Support of Jet Impingment Shield

Engineering EvaluationBellefonte Nuclear Plant

Base Units: ksi 1000lbf

in2⋅:= kip 1000 lbf⋅:= deg

π

180rad⋅≡

Weight of Shield and Plate and Design Load:

Weight of W14x26: Ww 426lbfft7.5⋅ ft:= Ww 3.195 kip=

Weight of 2" Thick Plate: WP 81.69lbf

ft 254in 5⋅ ft( )⋅:= WP 1.838 kip=

Weight of 2" Thick Gusset Plates: WGP 81.69lbf

ft 2⋅ 14 in⋅ 14⋅ in⋅( ) 0.65⋅[ ]⋅⎡

⎢⎣

⎤⎥⎦8⋅:= WGP 0.578 kip=

Weight of 2" Thick Interm. Plates: WIP 81.69lbf

ft 2⋅ 14 in⋅ 14⋅ in⋅( )⋅⎡

⎢⎣

⎤⎥⎦4⋅:= WIP 0.445 kip=

Total weight of Shield: WJIS Ww WP+ WGP+ WIP+( ) 1.1⋅:= WJIS 6.662 kip=

Design Load for support near wall: Pwall Ww 1.05⋅:= Pwall 3.355 kip=

Design Load for support at plate: PplateWw2

⎛⎜⎝

⎞⎟⎠

WP+ WGP+ WIP+⎡⎢⎣

⎤⎥⎦1.05⋅:= Pplate 4.681 kip=

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Calculations for Beam for Assembly No. 11 using formulas from Simple Beam No. 10 in AISC Steel Manual:

E 29000000psi:=

Fy 36ksi:=

P 1.8kip:=

a 31in:= l 71in:=

b 21in:=

Properties of the beam section:

I 11.3in4:= S 5.46in3:=

Area 3.83in2:=

R1Pl

⎛⎜⎝

⎞⎟⎠l a− b+( )⋅:= R1 1.546 kip=

R2Pl

⎛⎜⎝

⎞⎟⎠l b− a+( )⋅:= R2 2.054 kip=

Vmax max R1 R2, ( ):=

Shear Stress Check:

Fv 0.4 Fy⋅:= Vmax 2.054 kip= Av 1.16in( )2:= fvVmaxAv

:=

fv 1.526 ksi= < Fv 14.4 ksi= Shear IR = fvFv

0.106= < 1.0 OK

__________________________________________________________________________________________________

Bending Stress Check:

Mmax P max a b, ( )⋅:= Mmax 55.8 kip in⋅= Fb 0.6 Fy⋅:= fbMmaxS

:=

fb 10.2198 ksi= < Fb 21.6 ksi= Bending IR = fbFb

0.473= < 1.0 OK

__________________________________________________________________________________________________

Check Local Stresses - Web Crippling for Interior Loading

Inputs

tw 0.28in:= k 0.6875in:= N 4.0in:=

FLocal max R1 R2, ( ):=

Calculation:

Maximum Interior Load = LMax 0.75Fy tw⋅ N 2 k⋅( )+[ ]⋅:=

LMax 40.635 kip= > FLocal 2.054 kip=

Local IR for Web Crippling =FLocalLMax

0.051= < 1.0 OK Therefore, no stiffener is required.

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Calculations for loading on Assembly No. 8 as Simple Beam No. 5 in AISC Steel Manual:

E 29000000psi:=

Fy 36ksi:=

w 0.078kipin

:=

a 60in:= l 70in:=

Properties of the beam section:

I 11.3in4:= S 5.46in3:=

Area 3.83in2:=

R1w a⋅2 l⋅

2l a−( )⋅:= R1 2.674 kip=

R2w a2⋅

2 l⋅:= R2 2.006 kip=

Shear Stress Check:

Fv 0.52 Fy⋅:= Vmax max R1 R2, ( ):= Vmax 2.674 kip= Av 1.16in( )2:=

fvVmaxAv

:= fv 1.987 ksi= < Fv 18.72 ksi= OK

Bending Stress Check:

MmaxR12

2 w⋅:= Mmax 45.845 in·kip= Fb 0.66 Fy⋅:=

fbMmaxS

:= fb 8.3965 ksi= < Fb 23.76 ksi= OK


Inputs

tw 0.28in:= k 0.6875in:= N 4.0in:=

FLocal max R1 R2, ( ):= FLocal 2.674 kip=

Calculation:





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Calculations for loading on Assembly No. 4 as Column:

Per Steel Manual, a W4x13 with KL=7 has a capacity of 57 kips.

The maximum column load is 2.674 kips. Therefore, the W4x13 is okay as a column.

Check for Combined Bending and Axial Loading:

fa 2.674kip:= fb 55.8kip in⋅:=

Fa 57kip:= Fb 5.46in3 36ksi 0.6⋅( )⋅:= Fb 117.936 kip in⋅=

Combined Stresses:faFa

⎛⎜⎝

⎞⎟⎠

fbFb

⎛⎜⎝

⎞⎟⎠

+ 0.52= < 1.0

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Inputs

tw 0.28in:= k 0.6875in:= N 2.0in:=

FLocal 1.8kip:=

Calculation:





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Calculations for welded connection:

kip 1000 lb⋅:= ksi 1000lb

in2⋅:= CHECK WELD BETWEEN ITEM ___ AND ___ Ref: 14

Axis 1-1 = Z Dir., Axis 2-2 = Y Dir., Axis 3-3 = X Dir.

bf 4.06 in⋅:= d 4.16 in⋅:= tw 0.28 in⋅:= tf 0.345in:=

Weld electrode minimum tensilestrength for E70XX.

Fu 70 ksi⋅:=

Base metal yield strength forASTM A36 Gr. A @ 100° F.

Fy 36.0 ksi⋅:=

Forces and Moments on weld group:

F1 0.0 kip⋅:= F2 0 kip⋅:= F3 0.0 kip⋅:=

M1 0.0 kip⋅ in⋅:= M2 0.0 kip⋅ in⋅:= M3 55.8 kip⋅ in⋅:=

Weld group section properties:AW2 d tf− tf−( ) 2⋅:= AW2 0.578 ft=

JW2 bf 3⋅ 6 bf⋅ d2⋅+ d3+

6:= JW 0.061 ft 3= AW3 bf 4⋅( ) bf tw−( )2[ ]+:= AW3 1.983 ft=

AW1 AW2 AW3+:= AW1 2.562 ft=

SW2 2bf 2

3

⎛⎜⎝

⎞⎟⎠

⋅ bf d⋅( )+:= SW2 0.194 ft 2=C2

d2

:= C3bf2

:=

SW3 2 bf⋅ d⋅( )d2

3

⎛⎜⎝

⎞⎟⎠

+:= SW3 0.275 ft 2=

Forces on weld:

f2F2AW2

⎛⎜⎝

⎞⎟⎠

M1 C2⋅

JW⎛⎜⎝

⎞⎟⎠

+:= f3F3AW3

⎛⎜⎝

⎞⎟⎠

M1 C3⋅

JW⎛⎜⎝

⎞⎟⎠

+:=f1F1AW1

⎛⎜⎝

⎞⎟⎠

M3SW3

⎛⎜⎝

⎞⎟⎠

+M2SW2

⎛⎜⎝

⎞⎟⎠

+:=

f1 1.411kipin

= f2 0kipin

= f3 0kipin

=

fr f12 f2

2+ f3

2+:= fr 1.411

kipin

=

Weld size required:

wbase_metalfr

0.4 Fy⋅:= wbase_metal 0.098 in= wweld_metal

fr0.707 0.3⋅ Fu⋅

:= wweld_metal 0.095 in=

wprovided 0.1875in:= IRmax wbase_metal wweld_metal, ( )

wprovided:= IR 0.523= <1.0 ∴ OK

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Calculations for bolted connection:

MBolt 55.8kip in⋅:=

Capacity of 1/2" Bolt: FBolt_t 8.6kip:= Plate Thickness: TPl 0.75in:=

Section Modulus of Front of Plate: SF_Pl4.5in TPl( )2⋅

6:= SF_Pl 0.422 in3=

Section Modulus of Rear of Plate: SR_Pl3.38in TPl( )2⋅

6:= SR_Pl 0.317 in3=

Moment Capacity of Front of Plate: MF_Pl SF_Pl 36ksi 0.75⋅( )⋅:= MF_Pl 11.391 kip in⋅=

Moment Capacity of Rear of Plate: MR_Pl SR_Pl 36ksi 0.75⋅( )⋅:= MR_Pl 8.556 kip in⋅=

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36 36

6.3 lbs.

36.00 Pieces 45.00 Pieces 1.35 lbs.Total: 1130.91 lbs.

Temporary Support for Jet Impingement Shield attached to shield wall in Reactor Building No. 2 at Approx. Az.75 at Floor El. 622'.Purpose for Ordering Material:

BILL OF MATERIALAssm'y No. of Lin. Feet No. of sq. ft. No. RequiredNo. W4x13 C5x6.7 L‐2x2x1/4 1/2" Plate 1/2"x1 3/4" Bolts 1/2"x1 1/2" Bolts 1/2" Hex Nut 1/2" Washer1 4.50 0.00 0.00 1.00 0 0 0 02 5.50 0.00 0.00 0.80 0 0 0 03 0.00 0.00 8.00 0.00 0 0 0 04 5.00 0.00 0.00 1.00 0 0 0 05 13.00 0.00 0.00 0.00 0 0 0 06 0.00 0.00 0.00 0.00 28 0 24 247 0.00 0.00 0.00 0.00 0 12 12 128 7.00 7.00 0.00 0.00 0 0 0 09 3.33 0.00 0.00 1.00 0 0 0 010 0.00 0.00 12.20 0.00 0 0 0 011 7.10 0.00 0.00 0.00 0 0 0 012 0.00 0.00 8.33 0.25 0 0 0 013 0.00 0.00 4.00 0.00 0 0 0 014 4.75 0.00 0.00 1.00 0 0 0 015 0.00 0.00 7.00 0.00 0 0 0 016 0.00 0.00 12.40 0.00 0 0 0 0

Total: 50.18 7.00 51.93 5.05 28 12

Materials to be OrderedMaterials Description Required Qty. to be ordered including Extra Weight

W4x13: 50.18 Lin. Feet 70.00 Lin. Feet 910 lbs.C5x6.7: 7.00 Lin. Feet 7.00 Lin. Feet 46.9 lbs.

L‐2x2x14: 51.93 Lin. Feet 70.00 Lin. Feet 223.3 lbs.1/2" Thick Plate: 5.05 Sq. Feet 8.00 Sq. Feet 163.36 lbs.

1/2" x 1 3/4" Lg. Hex Head Bolt: 28.00 Pieces 30.00 Pieces1/2" x 1 1/2" Lg. Hex Head Bolt: 12.00 Pieces 15.00 Pieces 3 lbs.

36.00 Pieces 45.001/2" Hex Nut: Pieces Included with Hex Bolt1/2" Washer:

si33_evaluation_temp_support_jet_imping

Documents

jet impingement shield

radweight of shield

total weight of shield

temporary support system

thick plate

base plate

ksi 1000lbfin2

design load